Effective slab width for beam-end flexural strength of composite frames with circular-section columns

Effective Flange Width Based on Equivalence of Slab Crack Width at Hogging Moment Region of Composite Frame Beam

“…[10] as shown in Figure 3b-d. The difference between the two methods, excluding and including the slip effect, is not significant, so the slip effect is not considered [19][20][21][22]. Buildings 2024, 14, x FOR PEER REVIEW 3 of 22 divided into four parts, i.e., CFSTs, steel beam, transom, and slab, which can be used to model the structure in FE software [12][13][14][15].…”

“…[10] as shown in Figure 3b-d. The difference between the two methods, excluding and including the slip effect, is not significant, so the slip effect is not considered [19][20][21][22]. Figure 4 shows the modelling results of the single-span and double-span models, whereas Table 2 outlines the model geometry and material parameters of the other components with a fixed cell length of 50 mm.…”

“…In other types of structures, such as bridge structures, springs of various stiffnesses are usually the appropriate boundary conditions, while in composite frame structures, CFST are bound to exist at the point where the bending moment value is zero, named the inflection point, which is set at the midpoint of the whole column in consideration of the symmetry [24]. The hinge joint is chosen as the boundary condition because it is necessary to relax the rotation constraints while providing displacement constraints at the inflection point [21]. The single-span model adds constraints at four positions above and below the two columns, whereas the double-span model adds constraints at six positions on the three columns.…”

Numerical Study on the Seismic Behavior of Steel–Concrete Composite Frame with Uplift-Restricted and Slip-Permitted (URSP) Connectors

“…A nonlinear FEM model for the CFST column H-steel beam frame was established, as illustrated in Figure 1. Extensive simulation results indicate that the shell element is effective at simulating the deformation and stress of thin-walled components both accurately and efficiently [4,24,25]. Therefore, the steel plates of the CFST columns and steel beams, a four-node quadrilateral linear reduced-integration shell element (labeled S4R in the Abaqus element library) was employed.…”